HomeMy WebLinkAboutLDS TEMPLE (OF FORT COLLINS) - FDP - FDP130029 - SUBMITTAL DOCUMENTS - ROUND 1 - RECOMMENDATION/REPORTGeotechnical Engineering Report
Fort Collins Temple
Southeast of South Timberline Road and East Trilby Road
Fort Collins, Colorado
June 24, 2013
Terracon Project No. 20115025
Prepared for:
The Church of Jesus Christ of Latter-day Saints
Salt Lake City, Utah
Prepared by:
Terracon Consultants, Inc.
Fort Collins, Colorado
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ............................................................................................................... ii
1.0 INTRODUCTION ................................................................................................................. 1
2.0 PROJECT INFORMATION ................................................................................................. 2
2.1 Project Description .......................................................................................................... 2
2.2 Site Location and Description .......................................................................................... 3
3.0 SUBSURFACE CONDITIONS ............................................................................................ 3
3.1 Typical Profile .................................................................................................................. 3
3.2 Groundwater .................................................................................................................... 4
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ......................................... 5
4.1 Geotechnical Considerations ........................................................................................... 5
4.1.1 Groundwater ............................................................................................................. 5
4.1.2 Structural Recommendations ................................................................................... 6
4.2 Earthwork ........................................................................................................................ 6
4.2.1 Site Preparation ........................................................................................................ 6
4.2.2 Import Material Specifications .................................................................................. 7
4.2.3 Compaction Requirements ....................................................................................... 7
4.2.4 Excavation and Trench Construction ....................................................................... 8
4.2.5 Utility Trench Backfill ................................................................................................ 9
4.2.6 Grading and Drainage .............................................................................................. 9
4.2.7 Construction Considerations .................................................................................. 10
4.2.8 Corrosion Protection .................................................................................................... 11
4.3 Foundations ................................................................................................................... 11
4.3.1 Design Recommendations – Drilled Piers .............................................................. 11
4.3.2 Construction Considerations – Drilled Piers ........................................................... 12
4.3.3 Design Recommendations – Spread Footings ....................................................... 13
4.3.4 Construction Considerations – Spread Footings .................................................... 14
4.4 Seismic Considerations ................................................................................................. 14
4.5 Interior Floor Systems ................................................................................................... 14
4.5.1 Design Recommendations – Slabs-on-grade (President’s residence only) ........... 15
4.5.2 Construction Considerations .................................................................................. 15
4.6 Below-Grade Construction ............................................................................................ 16
4.6.1 Temple Building ...................................................................................................... 16
4.6.2 President’s Residence ............................................................................................ 16
4.7 Lateral Earth Pressures ................................................................................................. 17
4.8 Pavement Design and Construction .............................................................................. 18
4.8.1 Drainage Adjacent to Pavements ........................................................................... 20
4.8.2 Compliance ............................................................................................................ 20
4.8.3 Pavement Performance .......................................................................................... 20
4.8.4 Construction Considerations .................................................................................. 21
4.9 Drainage Swale Recommendations .............................................................................. 21
4.9.1 Drainage Swale - Geotechnical Recommendations ............................................... 22
4.9.2 Drainage Swale - Erosion Control .......................................................................... 23
4.9.3 Drainage Swale - Pavement Drainage Considerations .......................................... 23
5.0 GENERAL COMMENTS ................................................................................................... 23
APPENDIX A – FIELD EXPLORATION
Exhibit A-1 Field Exploration Description
Exhibit A-2 Boring Location Diagram
Exhibits A-3 to A-18 Logs of Borings
APPENDIX B – LABORATORY TESTING
Exhibit B-1 Laboratory Testing
Exhibit B-2 and B-3 Atterberg Limits Test Results
Exhibits B-4 to B-14 Grain Size Test Results
Exhibits B-15 to B-20 Swell Consolidation Test Results
APPENDIX C – SUPPORTING DOCUMENTS
Exhibit C-1 Explanation of Boring Log Information
Exhibit C-2 General Notes
Exhibit C-3 Unified Soil Classification System
Exhibit C-4 Description of Rock Properties
Exhibit C-5 Laboratory Test Significance and Purpose
Exhibits C-6 and C-7 Report Terminology
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
Responsive ■ Resourceful ■ Reliable ii
EXECUTIVE SUMMARY
A geotechnical engineering exploration has been performed for the proposed Church of Jesus
Christ of Latter-day Saints Fort Collins Temple to be constructed southeast of the intersection of
South Timberline Road and East Trilby Road in Fort Collins, Colorado. As part of our initial
study, fourteen (14) borings, designated Exhibits A-3 through A-16, were performed to depths
ranging from about 10½ feet to 40 feet below the existing ground surface. Following notification
that the site layout and building location had changed since our original report was submitted,
two (2) supplemental borings, designated as Exhibits A-17 and A-18, were performed within the
updated Temple envelope to depths of about 40 feet below the existing ground surface. This
report presents geotechnical recommendations for design and construction of the proposed Fort
Collins Temple building, Temple President’s Residence, and associated pavements.
Based on the information obtained from our subsurface exploration and the associated
laboratory testing, the site appears suitable for the proposed construction. The following
geotechnical conditions will need to be considered:
Soils and bedrock encountered during our field exploration generally consisted of lean
clay with sand underlain by weathered to unweathered claystone bedrock.
The proposed Temple building may be supported on a drilled pier foundation system
bottomed in bedrock. A spread footing foundation system is considered feasible for
support of the Temple President’s residence provided the bottom of the footings are
constructed at least 3 feet above measured groundwater levels and footing subgrade is
judged stable.
Considering the very soft clay soils found in the proposed building envelope, we
recommend constructing a structurally-supported floor system (on-grade) for the
proposed Temple building. A concrete slab-on-grade floor may be used for the
basement of the Temple President’s residence provided the basement slab is at least 3
feet above measured groundwater levels.
The 2009 International Building Code (IBC), Table 1613.5.2 IBC seismic site
classification for this site is D.
This summary should be used in conjunction with the entire report for design purposes. It should
be recognized that details were not included or fully developed in this section, and this report
must be read in its entirety for a comprehensive understanding of the items contained herein.
The section titled GENERAL COMMENTS should be read for an understanding of the report
limitations.
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GEOTECHNICAL ENGINEERING REPORT
Fort Collins Temple
Southeast of South Timberline Road and East Trilby Road
Fort Collins, Colorado
Terracon Project No. 20115025
June 24, 2013
1.0 INTRODUCTION
A geotechnical engineering report has been completed for the proposed Church of Jesus Christ
of Latter-day Saints Fort Collins Temple to be located southeast of the intersection of South
Timberline Road and East Trilby Road in Fort Collins, Colorado.
As part of our initial subsurface exploration, a total of fourteen (14) borings were drilled at the
site. Five borings (designated as Boring Nos. 1 through 5) were drilled within the approximate
footprint of the proposed Temple, one boring (designated as Boring No. 14) was drilled within
the anticipated footprint of the proposed Temple President’s Residence, and eight borings
(designated as Boring Nos. 6 through 13) were drilled in pavement areas.
In contacts with members of the project team, we were informed that the site layout and building
locations had changed since our original report was submitted. At the request of the client, we
completed a supplemental subsurface exploration including the advancement of two (2)
supplemental borings within the updated Temple envelope. The Logs of Borings and Boring
Location Diagram are included in Appendix A.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
Subsurface soil and bedrock conditions Floor system design and construction
Groundwater conditions
Foundation design and construction
Earthwork
Lateral earth pressures
Seismic considerations
Pavement construction
Grading and Drainage
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
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2.0 PROJECT INFORMATION
2.1 Project Description
Item Description
Site layout See Appendix A, Exhibit A-2, Boring Location Diagram
Proposed construction
The project will include a Temple building, Temple President’s
residence, and associated parking lots and paved access drives.
We understand the Temple will include a baptismal font constructed
at basement level and the Temple President’s residence may or
may not have plans for a basement.
Building construction
We anticipate the Temple building will be metal framed with stone
or brick veneer. The Temple President’s residence will be wood
framed.
Finished floor elevation
Sheet C.3 of C.19 of the plans prepared by Landmark Engineering,
Ltd. (dated January 2013) indicate the finished floor elevation for
the Temple building will be 4,923.50 feet and the finished floor
elevation for the President’s Residence will be 4,920.67 feet.
Maximum loads
Columns: Assumed not to exceed 900 kips
Walls: Assumed not to exceed 25 kips per linear foot of wall
Floor systems: Assumed to be a maximum of 200 psf
Grading
The grading plans indicate fills of up to about 5 feet are planned on
the site with fills of about 3 to 5 feet planned in the Temple building
area.
Infrastructure
Installation of underground utilities within about 5 feet of finished
site grades. Installation of pavements for drives and parking.
Traffic Loading
Light-duty (parking lots): Assumed to not exceed 15,000 ESALs
Heavy-duty (truck traffic): Assumed 75,000 ESALs
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
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2.2 Site Location and Description
Item Description
Location
The project site is located southeast of the intersection of South
Timberline Road and East Trilby Road in Fort Collins, Colorado.
Existing improvements
At the time of our initial study, the site was occupied by irrigated,
farmed grasses with two irrigation ditches running through the site.
An existing single-family residence was located in the southwestern
portion of the site and a barn is located in the south-central portion
of the site with associated gravel-surfaced drives and parking
areas. There were several large clusters of mature trees at various
locations on the property.
Subsequent to our initial study, irrigation of the site has ceased and
the structures have been removed from the site.
The project site is bordered to the west by residential development,
to the north by an existing Church of Jesus Christ of Latter-day
Saints, to the south and east by agricultural parcels.
Current ground cover Most of the site is currently covered with grasses and weeds.
Existing topography
As shown on the topographic plans of the site provided to us, the
site is relatively flat sloping away from the north-south trending
irrigation ditch (now abandoned) running through the site. Total
relief across the site is approximately 6 feet in the west and east
direction and about 10 feet from north to south.
3.0 SUBSURFACE CONDITIONS
3.1 Typical Profile
Based on the results of the borings, subsurface conditions encountered underlying the existing
ground surface on the project site can be generalized as follows:
Material Description Approximate Depth to Bottom
of Stratum (ft.) Consistency/Density/Hardness
Topsoil About ½ foot ---
Lean clay with sand to sandy
silty clay
About 23 to 27 feet Very soft to very stiff
Weathered claystone bedrock
From 27 feet to 31½ feet, or to
the maximum explored depth
Firm to medium hard
Claystone bedrock
To the maximum explored depth
of about 40½ feet
Medium hard to very hard
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
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Subsurface conditions encountered at each boring location are indicated on the individual Logs
of Borings. Stratification boundaries on the Logs of Borings represent the approximate depths
of changes in soil and bedrock type, the transition between materials may be gradual. The Logs
of Borings are attached in Appendix A.
Laboratory testing was conducted on selected samples of the soils and bedrock collected during
our field exploration and the test results are presented in Appendix B and on the attached Logs
of Borings.
3.2 Groundwater
The original borings were observed while drilling and after completion for the presence and level
of groundwater. Several days after drilling, supplemental groundwater levels were measured in
the borings. The two supplemental borings completed within the updated Temple envelope
(Boring Nos. 15 and 16) were completed as temporary piezometers by inserting slotted PVC
pipe into the boreholes to facilitate continuing groundwater measurements. Groundwater levels
were measured in these borings at three different times subsequent to completion of the
borings. The groundwater levels are noted on the attached Logs of Borings, and are
summarized below.
Boring
No.
Ground
surface
elevation
(ft.)
8-5-11 8-12-11
Depth to
groundwater
while drilling
(ft.)
Elevation of
groundwater
while drilling
(ft.)
Depth to
groundwater
several days
after drilling (ft.)
Elevation of
groundwater
several days after
drilling (ft.)
1 4919.5 8 4911.5 7 4912.5
2 4918.5 6 4912.5 5.5 4913.0
3 4917.3 6 4911.3 5.5 4911.8
4 4919.2 6 4913.2 5.5 4913.7
5 4917.8 6 4911.8 5.5 4912.3
6 4917.8 9 4908.8 Backfilled Backfilled
7 4916.6 6 4910.6 Backfilled Backfilled
8 4915.8 6 4909.8 Backfilled Backfilled
9 4915.8 6.5 4909.3 Backfilled Backfilled
10 4918.2 8.5 4909.7 Backfilled Backfilled
11 4914.3 7.5 4906.8 Backfilled Backfilled
12 4914.3 7 4907.3 Backfilled Backfilled
13 4917.8 Not encountered Not encountered Backfilled Backfilled
14 4916.8 9.5 4907.3 9.5 4907.3
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
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Boring
No.
Ground
surface
elevation
(ft.)
9-13-12 9-24-12 3/1/13 5/10/13
Depth
(ft.)
Elevation
(ft.)
Depth
(ft.)
Elevation
(ft.)
Depth
(ft.)
Elevation
(ft.)
Depth
(ft.)
Elevation
(ft.)
15 4918.8 12 4906.8 8.2 4910.6 12.5 4906.3 12.1 4906.7
16 4917.3 8 4909.3 8.9 4908.4 12.6 4904.7 11.7 4905.6
These observations represent groundwater conditions at the dates indicated, and may not be
indicative of other times or at other locations. It is our opinion that groundwater below this site
was significantly impacted by the irrigation activities on the site. At the time of our initial field
study, the irrigation ditches were running full and irrigation on the site was occurring on a regular
basis. Monitoring of the groundwater levels in the borings over the past two years indicates that
since the end of irrigation the groundwater levels have fallen approximately 5 to 7 feet in the
area of the proposed Temple building.
In the future, groundwater levels can be expected to fluctuate with varying seasonal and
weather conditions, and other factors not presently evident. Therefore, groundwater levels
during construction or at other times in the life of the structures may be higher or lower than the
levels indicated on the boring logs and presented in the tables above. The possibility of
groundwater level fluctuations should be considered when developing the design and
construction plans for the project.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Based on the results of our study, it is our opinion that the site is suitable for the proposed
construction from a geotechnical point of view provided certain precautions and design and
construction recommendations described in this report are followed. We have identified
geotechnical conditions that could impact design and construction of the proposed structures
and other site improvements.
4.1.1 Groundwater
The groundwater condition at the site will affect the construction of the foundations and utility
construction at this site. If groundwater is encountered during utility construction, temporary
dewatering wells may be required to advance and/or complete excavations. Our groundwater
monitoring program indicates permanent dewatering will not be required; however,
recommendations for temporary construction dewatering during drilled pier construction and
utility installation are presented in subsequent sections of this report.
Periodic measurements of groundwater levels in the borings within the proposed Temple
building area indicates the groundwater below the site has dropped following the discontinuation
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
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of flood irrigation activities on the project site. Recent measurements and updated finished floor
elevations provided for the Temple building basement indicate groundwater is presently
approximately 3 to 4 feet below the basement. We recommend a perimeter foundation drain for
the Temple building basement areas to collect groundwater that may accumulate in the areas
excavated during and after basement construction. Recommendations for the perimeter
foundation drain system are presented in the report.
4.1.2 Structural Recommendations
Based on the geotechnical engineering analyses, subsurface exploration and laboratory test
results, we recommend that the proposed Temple building be constructed on a drilled pier
foundation system bottomed in bedrock. We believe the Temple President’s residence can be
supported on a spread footing foundation system provided the bottom of footings are
constructed at least 3 feet above measured groundwater levels and footing subgrade is judged
stable.
A structurally-supported floor system should be used for the proposed Temple building. For
constructability reasons, we recommend that the basement structural slab be formed over a 4-
inch thick layer of sand. We understand a vapor retarder membrane is planned below the
proposed basement floor system to provide a capillary break. We believe this is an acceptable
design detail for this project. A slab-on-grade may be utilized for the basement floor of the
Temple President’s residence provided the basement slab is constructed at least 3 feet above
measured groundwater levels.
Design and construction recommendations for the foundation system and other earth connected
phases of the project are described in subsequent sections.
4.2 Earthwork
The following presents recommendations for site preparation, excavation, subgrade preparation
and placement of engineered fills on the project. All earthwork on the project should be
observed and evaluated by Terracon on a full-time basis. The evaluation of earthwork should
include observation and testing of engineered fills, subgrade preparation, proof-rolling, and
other geotechnical conditions exposed during the construction of the project.
4.2.1 Site Preparation
Strip and remove existing concrete, vegetation, unsuitable fills and other deleterious materials
from below proposed buildings, pavements, and areas planned to receive fill prior to
construction. All exposed surfaces should be free of mounds and depressions which could
prevent uniform compaction.
Stripped materials consisting of vegetation and organic materials should be wasted from the site
or used to revegetate landscaped areas or exposed slopes after completion of grading
operations.
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
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All exposed areas which will receive fill, once properly cleared and benched, should be scarified
to a minimum depth of 10 inches, moisture conditioned to near optimum moisture content and
compacted.
Although evidence of significant amounts of unsuitable fills or underground facilities such as
septic tanks, cesspools, basements and utilities was not observed during the site
reconnaissance, such features could be encountered during construction. If significant amounts
of unsuitable fills or underground facilities are encountered, such features should be removed
and the excavation thoroughly cleaned prior to backfill placement and/or construction.
The stability of the subgrade may be affected by precipitation, repetitive construction traffic or
other factors. If unstable conditions are encountered or develop during construction, workability
may be improved by scarifying and drying; however, allowing the clays to dry out below the
optimum moisture content is not recommended. If such conditions occur, the affected area
should be overexcavated and replaced with granular materials and/or non- to low expansive
materials. As an alternative, chemical treatment such as lime, fly ash, kiln dust, cement or
geotextiles could also be considered as a stabilization technique. Laboratory evaluation is
recommended to determine the effect of chemical stabilization on subgrade soils prior to
construction. Lightweight excavation equipment may be required to reduce subgrade pumping.
4.2.2 Import Material Specifications
Clean on-site soils or approved imported materials may be used as fill material. Imported soils
(if required) should meet the following material property requirements:
Gradation Percent finer by weight (ASTM C136)
4” 100
3” 70-100
No. 4 Sieve 50-100
No. 200 Sieve 15-50
Liquid Limit……………………………………………………30 (max)
Plastic Limit…………………………………………………..15 (max)
Maximum Expansive Potential (%)………………………..non-expansive*
*Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at
optimum water content. The sample is confined under a 100 psf surcharge and submerged.
4.2.3 Compaction Requirements
Engineered fill should be placed and compacted in horizontal lifts, using equipment and
procedures that will produce recommended moisture contents and densities throughout the lift.
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
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Item Description
Fill lift thickness 8 to 10-inches or less in loose thickness
Compaction requirements (clay)
95 percent of the maximum dry unit weight as determined by
ASTM D 698
Moisture content cohesive soil
(clay)
0 to +3 % of the optimum moisture content
-1 to +2% of the optimum moisture content in pavement
areas
Moisture content cohesionless soil
(sand)
-3 to +3 % of the optimum moisture content
1. We recommend engineered fill be tested for moisture content and compaction during placement.
Should the results of the in-place density tests indicate the specified moisture or compaction limits
have not been met, the area represented by the test should be reworked and retested as required
until the specified moisture and compaction requirements are achieved.
2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction
to be achieved without the fill material pumping when proof-rolled.
The on-site soils that will be excavated for basement construction are suitable for use as fill
material when placed within the recommended moisture content range. However, the deeper
on-site soils at present are very moist and considerably wetter than optimum moisture contents.
Therefore, it should be expected that much of the soil from the basement excavation and
planned to be reused as fill material will need to be dried out prior to placement as fill. Drying
this material to moisture contents acceptable for fill placement is likely to be difficult and time
consuming. This information should be clearly communicated and understood by the earthwork
Contractor.
4.2.4 Excavation and Trench Construction
Excavations into the on-site soils will encounter very soft to very stiff clay soils and can
generally be performed using conventional excavation equipment. Excavations into the clays
above groundwater levels below the site can be expected to stand on relatively steep temporary
slopes during construction. However, excavations extending into clays near and below the water
table may require sloping or shoring of the excavation sides and temporary construction
dewatering. The individual contractor(s) should be made responsible for designing and
constructing stable, temporary excavations as required to maintain stability of both the
excavation sides and bottom. All excavations should be sloped or shored in the interest of
safety following local and federal regulations, including current OSHA excavation and trench
safety standards.
Soils penetrated by the proposed excavations may vary significantly across the site. The soil
classifications are based solely on the materials encountered in the exploratory test borings.
The contractor should verify that similar conditions exist throughout the proposed area of
excavation. If different subsurface conditions are encountered at the time of construction, the
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
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actual conditions should be evaluated to determine any excavation modifications necessary to
maintain safe conditions.
As a safety measure, it is recommended that all vehicles and soil piles be kept to a minimum
lateral distance from the crest of the slope equal to no less than the slope height. The exposed
slope face should be protected against the elements.
Depending upon depth of excavation and seasonal conditions, groundwater may be
encountered in excavations on the site. Pumping from sumps and/or sloping of excavations to
collection areas may be utilized to control water within excavations.
4.2.5 Utility Trench Backfill
All trench excavations should be made with sufficient working space to permit construction
including backfill placement and compaction.
All underground piping within or near the proposed structure should be designed with flexible
couplings, so minor deviations in alignment do not result in breakage or distress. Utility
knockouts in foundation walls should be oversized to accommodate differential movements. It is
imperative that utility trenches be backfilled with relatively clean materials and is properly
backfilled. If utility trenches are backfilled with relatively clean granular material, they should be
capped with at least 18 inches of cohesive fill in non-pavement areas to reduce the infiltration
and conveyance of surface water through the trench backfill.
Utility trenches are a common source of water infiltration and migration. All utility trenches that
penetrate beneath the building should be effectively sealed to restrict water intrusion and flow
through the trenches that could migrate below the building. We recommend constructing an
effective clay “trench plug” that extends at least 5 feet out from the face of the building exterior.
The plug material should consist of clay compacted at a water content at or above the soils
optimum water content. The clay fill should be placed to completely surround the utility line and
be compacted in accordance with recommendations in this report.
It is strongly recommended that a representative of the geotechnical engineer provide full-time
observation and compaction testing of trench backfill within building and pavement areas.
4.2.6 Grading and Drainage
All grades must be adjusted to provide positive drainage away from the buildings during
construction and maintained throughout the life of the proposed project. Infiltration of water into
utility or foundation excavations must be prevented during construction. Landscaped irrigation
adjacent to foundations should be minimized or eliminated. Water permitted to pond near or
adjacent to the perimeter of structures (either during or post-construction) can result in greater
soil movements than those discussed in this report. As a result, any estimations of potential
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
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movement described in this report cannot be relied upon if positive drainage is not obtained and
maintained, and water is allowed to infiltrate the fill and/or subgrade.
Exposed ground should be sloped at a minimum of 10 percent grade for at least 5 feet beyond
the perimeter of the buildings, where possible. The use of swales, chases and/or area drains
may be required to facilitate drainage in unpaved areas around the perimeter of the buildings.
Backfill against exterior walls and in utility and sprinkler line trenches should be well compacted
and free of all construction debris to reduce the possibility of moisture infiltration. After building
construction and prior to project completion, we recommend verification of final grading be
performed to document positive drainage, as described above, has been achieved.
Flatwork and pavements will be subject to post construction movement. Maximum grades
practical should be used for paving and flatwork to prevent areas where water can pond. In
addition, allowances in final grades should take into consideration post-construction movement
of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts the
structures, care should be taken that joints are properly sealed and maintained to prevent the
infiltration of surface water.
Planters located adjacent to structures should preferably be self-contained. Sprinkler mains and
spray heads should be located a minimum of 5 feet away from the building line. Drip irrigation
may be considered in these areas. Roof drains should discharge on pavements or be extended
away from the structure a minimum of 10 feet through the use of splash blocks or downspout
extensions. A preferred alternative is to have the roof drains discharge to storm sewers by solid
pipe or daylighted to a detention pond or other appropriate outfall.
4.2.7 Construction Considerations
Upon completion of grading operations, care should be taken to maintain the moisture content
of the subgrade prior to construction of pavements and exterior concrete flatwork. Construction
traffic over prepared subgrade should be minimized and avoided to the extent practical.
The site should also be graded to prevent ponding of surface water on the prepared subgrades
or in excavations. In areas where water is allowed to pond over a period of time, the affected
area should be removed and allowed to dry out; however, allowing the clays to dry out below
the optimum moisture content is not recommended. If such conditions occur, the affected area
should be overexcavated and replaced with granular materials and/or non- to low expansive
materials. As an alternative, chemical treatment such as lime, fly ash, kiln dust, cement or
geotextiles could also be considered as a stabilization technique.
Terracon should be retained during the construction phase of the project to observe earthwork
and to perform necessary tests and observations during site grading operations, excavations,
subgrade preparation, proof-rolling, placement and compaction of controlled compacted fills,
backfilling of excavations into the completed subgrade, and pavement construction.
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
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4.2.8 Corrosion Protection
Results of water soluble sulfate testing performed on the existing soils indicated a negligible
value of less than 1 mg/l. Results of soluble sulfate testing indicate that ASTM Type I Portland
cement is suitable for all project concrete on and below grade. However, if there is no (or
minimal) cost differential, use of ASTM Type II Portland cement is recommended for additional
sulfate resistance of construction concrete. Foundation concrete should be designed in
accordance with the provisions of Section 318, Chapter 4, of the ACI Design Manual.
4.3 Foundations
Several foundation alternatives were considered for the proposed buildings at this site. We
recommend constructing the Temple building on a drilled pier foundation system bottomed in
bedrock. The Temple President’s residence can be constructed on spread footings provided
the bottoms of footings are constructed at least 3 feet above measured groundwater levels.
Design recommendations for drilled piers bottomed in bedrock, driven piles, and spread footings
are presented in the following paragraphs.
4.3.1 Design Recommendations – Drilled Piers
Drilled pier and grade beam foundation systems are considered a suitable deep foundation
system for support of the proposed Temple building. Discussions with other design team
members indicate the majority of the drilled piers will extend more than 15 feet into the bedrock
below the site to accommodate the foundation loads.
Field penetration resistance values and our experience with the bedrock in this portion of Fort
Collins indicate the upper portions of the bedrock (upper 10 feet) below this site will provide less
capacity than the lower portions of the bedrock. Based on the subsurface conditions
encountered during the supplemental borings at the Temple location, geotechnical construction
and design criteria are provided for drilled pier foundations as follows.
Description Value
Minimum pier diameter 18 inches
Minimum bedrock embedment 1 8 feet
Maximum end-bearing pressure (piers bottomed in upper 10 feet of
bedrock)
15,000 psf
Maximum end-bearing pressure (piers bottomed at least 10 feet of
bedrock)
25,000 psf
Skin friction (for portion of pier embedded into upper 10 feet of bedrock) 1,500 psf
Skin friction (for portion of pier embedded at least 10 feet of bedrock) 2,500 psf
Void thickness (beneath grade beams, between piers) 4 inches
1. At a minimum, drilled piers should be embedded into firm or harder bedrock materials.
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Piers should be considered to work in group action if the horizontal spacing is less than three
pier diameters. A minimum practical horizontal clear spacing between piers of at least three
diameters should be maintained, and adjacent piers should bear at the same elevation. The
capacity of individual piers must be reduced when considering the effects of group action.
Capacity reduction is a function of pier spacing and the number of piers within a group. If group
action analyses are necessary, capacity reduction factors can be provided for the analyses.
To satisfy forces in the horizontal direction using L-pile, piers may be designed for the following
lateral load criteria:
Parameter Clay Bedrock
Unit weight (pci) 0.0637 0.0694
Average undrained shear strength (psf) 300 5,000
Coefficient of subgrade reaction, k (pci)*
30- static
20 - cyclic
2,000- static
800 – cyclic
Strain, 50 (%) 0.020 0.005
4.3.2 Construction Considerations – Drilled Piers
It is our opinion that drilling into the bedrock below this site for drilled pier installation should be
feasible with conventional, heavy-duty single-flight power augers. We expect that extending
drilled piers 15 feet or more into the bedrock below this site will not require use of specialized
drilling equipment such as rock bits or core barrels. However, very moist to wet clays and isolated
layers of clean sands and gravels overlying the bedrock will require temporary steel casing to
properly drill the piers prior to concrete placement.
Groundwater should be removed from each pier hole prior to concrete placement. Pier concrete
should be placed immediately after completion of drilling and cleaning. If pier concrete cannot
be placed in dry conditions, a tremie should be used for concrete placement. The use of a
bottom-dump hopper, or an elephant's trunk discharging near the bottom of the hole where
concrete segregation will be minimized, is recommended. Due to potential sloughing and
raveling, foundation concrete quantities may exceed calculated geometric volumes.
Casing should be withdrawn in a slow continuous manner maintaining a sufficient head of
concrete to prevent infiltration of water or caving soils or the creation of voids in pier concrete.
Pier concrete should have a relatively high fluidity when placed in cased pier holes or through a
tremie. Pier concrete with slump in the range of 5 to 7 inches is recommended.
It is our opinion drilled shafts should be roughened using shear rings. We recommend shear
rings be provided in the portion of each pier in the bedrock below a depth of about 23 feet.
Shear rings should be spaced a maximum of 30 inches on-center, with a minimum width of 4
inches and a depth of 3 inches into the sidewall of the pier. Shaft bearing surfaces must be
Geotechnical Engineering Report
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cleaned prior to concrete placement. A representative of the geotechnical engineer should
observe the bearing surface and shaft configuration.
Free-fall concrete placement in piers will only be acceptable if provisions are taken to avoid
striking the concrete on the sides of the hole or reinforcing steel. The use of a bottom-dump
hopper, or an elephant's trunk discharging near the bottom of the hole where concrete
segregation will be minimized, is recommended.
Pier-bearing surfaces must be cleaned prior to concrete placement. A representative of
Terracon should observe the bearing surface and pier configuration.
4.3.3 Design Recommendations – Spread Footings
We believe the proposed Temple President’s residence can be constructed on a spread footing
foundation system provided the bottoms of footings are constructed at least 3 feet above
measured groundwater levels.
Description Value
Maximum net allowable soil bearing pressure 1 1,250 psf
Minimum dimensions
Column Wall Footing
24 inches 16 inches
Minimum embedment below finished grade for
frost protection 2
30 inches 30 inches
Estimated post-construction movement 3 about 1 inch about 1 inch
1. The net allowable soil bearing pressure applies to dead loads plus design live load conditions and
is the maximum pressure that should be transmitted to the bearing soils in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes footing subgrade will be
judged stable and if unstable conditions are encountered, subgrade will be stabilized prior to
foundation construction.
2. For perimeter footings and footings beneath unheated areas. Interior column pads in heated areas
should bear at least 12 inches below the adjacent grade (or the top of the floor slab) for
confinement of the bearing materials and to develop the recommended bearing pressure.
3. Additional foundation movements could occur if surface water infiltrates the foundation soils;
therefore, proper drainage away from the foundation system should be provided in the final design,
during construction and maintained throughout the life of the structure.
Footings should be proportioned to reduce differential foundation movement. Proportioning on
the basis of relative constant dead-load pressure can provide a means to reduce differential
movement between adjacent footings.
Footings and foundation walls should be reinforced as necessary to reduce the potential for
distress caused by differential foundation movement.
Geotechnical Engineering Report
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4.3.4 Construction Considerations – Spread Footings
To reduce the potential of “pumping” and softening of the foundation soils at the foundation
bearing level and the requirement for corrective work, we suggest the foundation excavation be
completed remotely with a track-hoe.
Where soils are loosened during excavation or in the forming process for the footings, or if
soft/low strength or otherwise unsuitable soils are present at foundation bearing depth, they
should be removed and replaced with engineered fill or re-compacted to at least 95 percent of
the maximum dry unit weight as determined by ASTM D698 at optimum to 3 percent above
optimum moisture content.
Completed foundation excavations should be observed by a representative of Terracon well in
advance of forming footings to confirm satisfactory bearing materials are present and
subsurface conditions are consistent with those encountered in our borings. If the soil conditions
encountered differ significantly from those presented in this report, supplemental
recommendations will be required.
4.4 Seismic Considerations
Code Used Site Classification
2009 International Building Code (IBC) 1 D 2
1. In general accordance with the 2009 International Building Code, Table 1613.5.2.
2. The 2009 International Building Code (IBC) requires a site soil profile determination extending a
depth of 100 feet for seismic site classification. The current scope requested does not include the
required 100 foot soil profile determination. The borings for the Temple extended to a maximum
depth of about 40 feet and this seismic site class definition considers that similar soil and bedrock
conditions exist below the maximum depth of the subsurface exploration. Additional exploration to
deeper depths could be performed to confirm the conditions below the current depth of exploration.
Alternatively, a geophysical exploration could be utilized in order to attempt to justify a higher seismic
site class; however, we believe this is unlikely.
4.5 Interior Floor Systems
We recommend a structurally-supported floor system for the proposed Temple building. For
constructability reasons, the basement structurally-supported floor may be formed on a 4-inch
thick layer of sand placed over the vapor retarder membrane. We believe this is an acceptable
design detail for this project. A slab-on-grade floor may be used for the Temple President’s
residence provided the basement slab is constructed at least 3 feet above measured
groundwater levels.
Subgrade soils beneath interior and exterior slabs and beneath pavements should be scarified,
moisture conditioned and compacted to a minimum depth of 8 inches. The moisture content and
compaction of subgrade soils should be maintained until slab or pavement construction.
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4.5.1 Design Recommendations – Slabs-on-grade (President’s residence only)
Even when bearing on properly prepared soils, movement of the slab-on-grade floor system is
possible should the subgrade soils undergo an increase in moisture content. We estimate
movement of about 1 inch or less is possible. If the owner cannot accept the risk of slab
movement, a structural floor should be used. If conventional slab-on-grade is utilized, the
subgrade soils should be prepared as described in the 4.2 Earthwork section of this report.
Additional floor slab design and construction recommendations are as follows:
Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns or utility lines to allow independent movement.
Control joints should be provided in slabs to control the location and extent of cracking.
A minimum 2-inch void space should be constructed above or below non-bearing
partition walls (if any) placed on the floor slab. Special framing details should be
provided at doorjambs and frames within partition walls to avoid potential distortion.
Partition walls should be isolated from suspended ceilings.
Interior trench backfill placed beneath slabs should be compacted in accordance with
recommended specifications outlined below.
The use of a vapor retarder should be considered beneath concrete slabs on grade that
will be covered with wood, tile, carpet or other moisture sensitive or impervious
coverings, or when the slab will support equipment sensitive to moisture. When
conditions warrant the use of a vapor retarder, the slab designer and slab contractor
should refer to ACI 302 for procedures and cautions regarding the use and placement of
a vapor retarder.
Floor slabs should not be constructed on frozen subgrade.
Other design and construction considerations, as outlined in Section 302.1R of the ACI
Design Manual, are recommended.
4.5.2 Construction Considerations
Movements of slab-on-grades using the above outlined alternatives will likely be reduced and
tend to be more uniform. The estimates outlined above assume that the other
recommendations in this report are followed. Additional movement could occur should the
subsurface soils become wetted to significant depths, which could result in potential excessive
movement causing uneven floor slabs and severe cracking. This could be due to over watering
of landscaping, poor drainage, improperly functioning drain systems, and/or broken utility lines.
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Therefore, it is imperative that the recommendations outlined in the 4.2.6 Grading and
Drainage section of this report be followed.
4.6 Below-Grade Construction
We understand the baptismal font for the proposed Temple will extend approximately 12 feet
below the proposed first floor finished floor elevation of 4923.50 feet. It is also our
understanding that the proposed Temple President’s residence may or may not have a
basement. To help control the water level behind basement walls for the Temple building and
the President’s residence, installation of a perimeter drainage system is recommended.
4.6.1 Temple Building
A possible drain configuration for the Temple building would be a subsurface drain around the
exterior of the basement perimeter walls. The drainage system should consist of a minimum 4-
inch diameter perforated or slotted pipe, embedded in free-draining gravel, placed in a trench at
least 12 inches in width.
We recommend sloping the drainage system at a minimum 1/8 inch per foot to a sump and
pump system. The invert of the drain pipe should be at least 5 feet below the basement floor
level. The drainage gravel should extend a minimum of 3 inches beneath the bottom of the pipe
and vertically over the drain pipes to at least 2 feet above the basement floor level. We
recommend placing a filter fabric around the drainage gravel to enclose the drainage system
and prevent migration or piping of the native soils into the drainage gravel. The basement walls
adjacent to the drain gravel should be properly waterproofed.
We recommend that a water level detector be placed in the sump to activate the pumps should
water rise to 2 feet below the basement floor slab level. In addition, we recommend a warning
light and/or alarm system be installed to notify maintenance personnel when water collected in
the sump rises to within 18 inches of the basement floor slab level in the event of equipment
malfunction or unforeseen problems.
4.6.2 President’s Residence
To reduce the potential for surface water to impact foundation bearing soils and enter the
basement of the President’s residence, installation of a perimeter drainage system is
recommended. The drainage system should be constructed around the exterior perimeter of
the basement foundation, and sloped at a minimum 1/8 inch per foot to a suitable outlet, such
as a sump and pump system.
The drainage system should consist of a properly-sized perforated pipe, embedded in free-
draining gravel, placed in a trench at least 12 inches in width. Gravel should extend at least 2
feet above the bottom of the foundation wall. The gravel should be covered with drainage fabric
prior to placement of foundation backfill.
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4.7 Lateral Earth Pressures
Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed
for earth pressures at least equal to those indicated in the following table. Earth pressures will
be influenced by structural design of the walls, conditions of wall restraint, methods of
construction and/or compaction and the strength of the materials being restrained. Two wall
restraint conditions are shown. The "at-rest" condition assumes no wall movement. The
recommended design lateral earth pressures do not include a factor of safety and do not
provide for possible hydrostatic pressure on the walls.
EARTH PRESSURE COEFFICIENTS
Earth Pressure
Conditions
Coefficient For
Backfill Type
Equivalent Fluid
Density (pcf)
Surcharge
Pressure, p1 (psf)
Earth Pressure,
p2 (psf)
At-Rest (Ko)
Granular - 0.50
Lean Clay - 0.64
60
75
(0.50)S
(0.64)S
(60)H
(75)H
Passive (Kp)
Granular - 3.0
Lean Clay - 2.1
360
250
---
---
---
---
Applicable conditions to the above include:
For passive earth pressure to develop, wall must move horizontally to mobilize
resistance.
Uniform surcharge, where S is surcharge pressure
In-situ soil backfill weight a maximum of 120 pcf
Foundation Wall
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Horizontal backfill, compacted to at least 95 percent of maximum dry unit weight as
determined by ASTM D 698
Loading from heavy compaction equipment not included
No hydrostatic pressures acting on wall
No dynamic loading
No safety factor included in soil parameters
Ignore passive pressure in frost zone
4.8 Pavement Design and Construction
Design of privately maintained pavements for the project has been based on the procedures
outlined by the Asphalt Institute (AI) and the American Concrete Institute (ACI). If improvements
to public roadways are anticipated, a pavement design report meeting the City of Fort Collins
specifications (Larimer County Urban Area Street Standards) will need to be prepared for
submittal, subsequent to final grading.
We assumed the following design parameters for Asphalt Institute flexible pavement thickness
design:
Automobile Parking Areas
Parking stalls and parking lots for cars and pick-up trucks, up to 200 stalls
Main Traffic Corridors
Parking lots with a maximum of 25 trucks per day
Subgrade Soil Characteristics
USCS Classification – CL (Poor Subgrade)
We assumed the following design parameters for ACI rigid pavement thickness design based
upon the average daily truck traffic (ADTT):
Automobile Parking Areas
ACI Category A-1: Automobile parking with an ADTT of 1 over 20 years
Main Traffic Corridors
ACI Category B: Commercial entrance and service lanes with an ADTT of
25 over 20 years
Subgrade Soil Characteristics
USCS Classification – CL
Concrete modulus of rupture value of 600 psi
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We should be contacted to confirm and/or modify the recommendations contained herein if
actual traffic volumes differ from the assumed values shown above.
In our opinion, a full depth asphalt concrete section over a prepared clay subgrade should not
be used on this site. Recommended alternatives for flexible and rigid pavements are
summarized for each traffic area as follows:
Traffic Area
Alternative
Recommended Pavement Thickness (Inches)
Asphalt
Concrete
Surface
Aggregate
Base
Course
Portland
Cement
Concrete
Total
Automobile Parking
(AI Class I and ACI Category A)
A 4 6 10
B 6 6
Main Traffic Corridors
(AI Class III and ACI Category B)
A 5 6 11
B 6 6
* Minimum pavement section thickness per ACI
The placement of a partial pavement thickness for use during construction is not suggested
without a detailed pavement analysis incorporating construction traffic. In addition, we should
be contacted to confirm the traffic assumptions outlined above. If the actual traffic varies from
the assumptions outlined above, modification of the pavement section thickness will be
required.
For areas subject to concentrated and repetitive loading conditions such as dumpster pads,
truck delivery docks and ingress/egress aprons, we recommend using a Portland cement
concrete pavement with a thickness of at least 7 inches underlain by at least 4 inches of
crushed stone. Prior to placement of the crushed stone, the areas should be thoroughly proof-
rolled. For dumpster pads, the concrete pavement area should be large enough to support the
container and tipping axle of the refuse truck.
For analysis of pavement costs, the following specifications should be considered for each
pavement component:
Colorado Department of
Pavement Component Transportation Criteria
Asphalt Concrete Surface ......................................................................... Grading S or SX
Aggregate Base Course ................................................................................... Class 5 or 6
Portland Cement Concrete ...................................................................................... Class P
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4.8.1 Drainage Adjacent to Pavements
The clay soils will likely lose stability with increases in moisture content. Therefore, to reduce
pavement distress due to wetting of the subgrade in areas of water intensive landscaping or
other nearby water sources (or if aggregate base course is used) located adjacent to
pavements, we recommend shoulder drains be considered. The drain system should consist of
a properly sized pipe embedded in free-draining material directed to a suitable outfall such as
an underdrain or storm sewer.
4.8.2 Compliance
Recommendations for pavement design and construction presented depend upon compliance
with recommended material specifications. To assess compliance, observation and testing
should be performed under the observation of the geotechnical engineer.
4.8.3 Pavement Performance
The performance of all pavements can be enhanced by minimizing excess moisture which can
reach the subgrade soils. Future performance of pavements at this site will be dependent upon
several factors, including:
Maintaining stable moisture content of the subgrade soils both before and after
pavement construction; and
Providing for a planned program of preventative maintenance.
Since the clay soils on the site have shrink/swell characteristics, pavements could crack in the
future primarily because of expansion of the soils and bedrock when subjected to an increase in
moisture content to the subgrade. The cracking, while not desirable, does not necessarily
constitute structural failure of the pavement, provided that timely maintenance, such as crack
sealing is performed. Excessive movement and cracking could result if the subgrade soils are
allowed to dry out before paving and subsequently become rewetted.
The performance of all pavements can be enhanced by minimizing excess moisture, which can
reach the subgrade soils. The following recommendations should be considered at minimum:
Site grading at a minimum 2 percent grade onto or away from the pavements;
Water should not be allowed to pond behind curbs;
Compaction of any utility trenches for landscaped areas to the same criteria as the
pavement subgrade;
Sealing all landscaped areas in or adjacent to pavements to minimize or prevent
moisture migration to subgrade soils;
Placing compacted backfill against the exterior side of curb and gutter; and
Placing shoulder or edge drains in pavement areas adjacent to water sources.
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Preventative maintenance should be planned and provided for an ongoing pavement
management program in order to enhance future pavement performance. Preventative
maintenance activities are intended to slow the rate of pavement deterioration and to preserve
the pavement investment.
Preventative maintenance consists of both localized maintenance (e.g. crack sealing and
patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually
the first priority when implementing a planned pavement maintenance program and provides the
highest return on investment for pavements.
4.8.4 Construction Considerations
Site grading is generally accomplished early in the construction phase. However, as
construction proceeds, the subgrade may be disturbed due to utility excavations, construction
traffic, desiccation, or rainfall. As a result, the pavement subgrade may not be suitable for
pavement construction and corrective action will be required. The subgrade should be carefully
evaluated at the time of pavement construction for signs of disturbance or excessive rutting. If
disturbance has occurred, pavement subgrade areas should be reworked, moisture conditioned,
and properly compacted to the recommendations in this report immediately prior to paving.
We recommend the pavement areas be rough graded and then thoroughly proof-rolled with a
loaded tandem axle dump truck prior to final grading and paving. Particular attention should be
paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled
trenches are located. Areas where unsuitable conditions are located should be repaired by
removing and replacing the materials with properly compacted fills. All pavement areas should
be moisture conditioned and properly compacted to the recommendations in this report
immediately prior to paving.
The placement of a partial pavement thickness for use during construction is not recommended
without a detailed pavement analysis incorporating construction traffic. In addition, if the actual
traffic varies from the assumptions outlined above, we should be contacted to confirm and/or
modify the pavement thickness recommendations outlined above.
4.9 Drainage Swale Recommendations
We understand the widening of South Timberline Road planned as part of the project will
require reconfiguration of the existing drainage swale along the eastern side of the roadway
south of Majestic Drive as well as construction of curb, gutter and new pavements. We were
informed that the City of Fort Collins has expressed concerns about slope erosion and other
issues at this location. Terracon was requested to provide geotechnical engineering
recommendations to address the City of Fort Collins concerns and recommendations to be
considered by other members of the design team for this section of site development.
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To assist with our analysis, we were provided with conceptual civil drawings related to the
roadway widening showing the existing site grades as well as proposed site grades and planned
construction. The conceptual drawings indicate the existing slope on the eastern side of the
drainage swale south of Majestic Drive and the Temple property and north of Rock Castle Lane
is as steep as about 2:1 (h:v). New construction will require placing fill into the existing drainage
swale and construction of curb and gutter at the toe of the slope. Following construction of the
new curb, gutter and roadway, the backfill placed behind the new curb and gutter will be
blended into the existing slope. The roadway and curb and gutter construction may require
minor temporary excavation into the existing slope.
4.9.1 Drainage Swale - Geotechnical Recommendations
We did not complete exploratory borings within the existing drainage swale along the proposed
widening alignment. However, our experience indicates the subgrade soils that will provide
support of the proposed curb, gutter and pavements along the drainage swale are likely clayey
soils similar to the surficial soils within the Temple site. These soils may be moist and may
require stabilization prior to placement of new fill and construction of the proposed
improvements.
Prior to fill placement and roadway construction, we recommend stripping and removing existing
vegetation and other deleterious materials from below the proposed pavements and areas
planned to receive fill. If unstable conditions are encountered or develop during construction,
workability may be improved by scarifying and drying; however, allowing the clays to dry out
below the optimum moisture content is not recommended. As an alternative, affected areas
could be over-excavated and replaced with granular materials and/or non- to low expansive
imported materials. If necessary, crushed concrete and/or rock could be tracked or “crowded”
into the unstable subgrade until a stable working surface is attained.
In order to reduce the risk for erosion of the compacted fill placed behind the proposed curb and
gutter, we recommend placing fill and/or backfill in 6-inch maximum lifts, moisture conditioning
and compacting as described below. Engineered fill should be placed and compacted in
horizontal lifts, using equipment and procedures that will produce recommended moisture
contents and densities throughout the lift.
Geotechnical Engineering Report
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June 24, 2013 ■ Terracon Project No. 20115025
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Item Description
Fill lift thickness 6 -inches or less in loose thickness
Compaction requirements (clay)
95 percent of the maximum dry unit weight as determined by
ASTM D 698
Moisture content cohesive soil
(clay)
-1 to +2% of the optimum moisture content in pavement
areas
Moisture content cohesionless soil
(sand)
-3 to +3 % of the optimum moisture content
1. We recommend engineered fill be tested for moisture content and compaction during placement.
Should the results of the in-place density tests indicate the specified moisture or compaction limits
have not been met, the area represented by the test should be reworked and retested as required
until the specified moisture and compaction requirements are achieved.
2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction
to be achieved without the fill material pumping when proof-rolled.
4.9.2 Drainage Swale - Erosion Control
We understand that the existing slopes and drainage swale are relatively stable with respect to
erosion along this section of the project. Following reconfiguration of the slope and swale
adjacent to the roadway, we recommend that all soils disturbed by construction be revegetated
to control erosion of the exposed earth in areas where grading has occurred. The revegetation
should be performed immediately following construction. We recommend that temporary
erosion control measures be established and remain in place until the vegetation has become
adequately re-established.
4.9.3 Drainage Swale - Pavement Drainage Considerations
We understand the pavement for the proposed widening of South Timberline Road may consist
of asphalt over aggregate base course. Water that collects in the aggregate base course below
the new pavement section will flow downhill within the aggregate base course layer towards the
lowest point of the new pavement alignment. Conceptual drawings indicate the lowest point of
the new pavement system will occur near where the new pavement ties into the existing
pavement at the intersection of South Timberline Road and Rock Castle Drive. We recommend
extending the aggregate base course at this location to the slope of the drainage swale on the
northeast corner of the intersection to provide a suitable outlet for water that may accumulate in
the aggregate base course.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon should also be retained to provide testing and
Geotechnical Engineering Report
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observation during site grading, excavation, fill placement, as well as foundation and
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
site, or due to the modifying effects of weather. The nature and extent of such variations may
not become evident until during or after construction. If variations appear, we should be
immediately notified so that further evaluation and supplemental recommendations can be
provided.
The scope of services for this project does not include, either specifically or by implication, any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes are planned in the nature, design, or location of the project as outlined in
this report, the conclusions and recommendations contained in this report shall not be
considered valid unless Terracon reviews the changes, and either verifies or modifies the
conclusions of this report in writing.
APPENDIX A
FIELD EXPLORATION
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
Exhibit A-1
Field Exploration Description
The locations of borings were based upon the proposed development shown on the provided
site plans. The borings were located in the field by Terracon personnel measuring from
property lines and existing site features. The accuracy of the boring locations should only be
assumed to the level implied by the methods used.
The borings were drilled with a CME-75 truck-mounted drill rig with solid-stem augers. During
the drilling operations, lithologic logs of the borings were recorded by the field engineer.
Relatively undisturbed samples were obtained at selected intervals utilizing a 2-inch outside
diameter split-spoon sampler (RS) and a 3-inch outside diameter ring-barrel sampler (RS).
Disturbed bulk samples (BS) were obtained from auger cuttings. Penetration resistance values
were recorded in a manner similar to the standard penetration test (SPT). This test consists of
driving the sampler into the ground with a 140-pound hammer free-falling through a distance of
30 inches. The number of blows required to advance the ring-barrel sampler 12 inches (18-
inches for standard split-spoon samplers, final 12-inches are recorded) or the interval indicated,
is recorded and can be correlated to the standard penetration resistance value (N-value). The
blow count values are indicated on the boring logs at the respective sample depths, ring-barrel
sample blow counts are not considered N-values.
A CME automatic SPT hammer was used to advance the samplers in the borings performed on
this site. A greater efficiency is typically achieved with the automatic hammer compared to the
conventional safety hammer operated with a cathead and rope. Published correlations between
the SPT values and soil properties are based on the lower efficiency cathead and rope method.
This higher efficiency affects the standard penetration resistance blow count value by increasing
the penetration per hammer blow over what would be obtained using the cathead and rope
method. The effect of the automatic hammer's efficiency has been considered in the interpretation
and analysis of the subsurface information for this report.
The standard penetration test provides a reasonable indication of the in-place density of sandy
type materials, but only provides an indication of the relative stiffness of cohesive materials
since the blow count in these soils may be affected by the soils moisture content. In addition,
considerable care should be exercised in interpreting the N-values in gravelly soils, particularly
where the size of the gravel particle exceeds the inside diameter of the sampler.
Groundwater measurements were obtained in the borings at the time of site exploration and
several days after drilling. The two (2) supplemental borings (Boring Nos. 15 and 16) were
completed as temporary piezometers by inserting slotted PVC pipe into the boreholes to
facilitate continuing groundwater measurements.
A-2
BORING LOCATION DIAGRAM Exhibit No.
FORT COLLINS TEMPLE
Southeast of South Timberline Road and Trilby Road
Fort Collins, Colorado
Project Manager:
Drawn By:
Checked By:
Approved By:
EDB
BCJ
EDB
DJJ
Project No.
Scale:
File Name:
Date:
20115025
1”=120’
9/6/2012
1901 Sharp Point Drive, Suite C Fort Collins, Colorado 80525
PH. (970) 484-0359 FAX. (970) 484-0454
0’ 60’ 120’
APPROXIMATE SCALE
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND
IS NOT INTENDED FOR CONSTRUCTION PURPOSES
1 APPROXIMATE BORING LOCATION FOR INITIAL
GEOTECHNICAL STUDY (BORINGS COMPLETED
ON AUGUST 5, 2011).
15
16
14
2
6
8
5
4
13
11
12
10
3
7
1
9
1 APPROXIMATE BORING LOCATION FOR
CURRENT SUPPLEMENTAL GEOTECHNICAL
STUDY (BORINGS COMPLETED ON SEPTEMBER
12, 2012).
LEGEND
4919
4894.5
4889
0.5
25
30.5
TOPSOIL
LEAN CLAY with SAND
silty, very soft to very stiff, moist to wet,
brown
WEATHERED CLAYSTONE BEDROCK
silty, firm to medium hard, moist, olive,
brown, gray
BOTTOM OF BORING
1650
-200 = 77
LL = 34
PI = 18
1
2
3
4
5
6
7
RS
RS
RS
SS
SS
SS
SS
CL
CL
CL
CL
CL
9
7
2
5
5
11
23
22
23
25
23
25
23
22
100
97
96
BORING STARTED 8-5-11
8 WD AD
SITE
CLIENT
WL
WL
4918
4895
4891.5
4878
0.5
23.5
27
40.5
TOPSOIL
LEAN CLAY with SAND
silty, very soft to stiff, moist to wet, brown
WEATHERED CLAYSTONE BEDROCK
silty, firm to medium hard, moist, olive,
brown, gray
CLAYSTONE BEDROCK
silty, medium hard to hard, slightly moist,
olive, brown, gray, rust
BOTTOM OF BORING
1570
-200 = 79
LL = 37
PI = 23
1
2
3
4
5
6
7
8
RS
RS
SS
SS
SS
SS
SS
SS
CL
CL
CL
CL
CL
5
3
1
6
8
18
52
29
23
25
27
22
24
22
18
23
98
4916.8
4894.3
4891.8
0.5
23
25.5
TOPSOIL
LEAN CLAY with SAND
silty, very soft to stiff, moist to wet, brown
WEATHERED CLAYSTONE BEDROCK
silty, firm to medium hard, moist, olive,
brown, gray
BOTTOM OF BORING
1180 -200 = 73
LL = 35
PI = 19
1
2
3
4
5
6
RS
RS
SS
SS
SS
SS
CL
CL
CL
CL
CL
4
4
0
2
7
23
24
24
28
29
22
22
98
98
BORING STARTED 8-5-11
6 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
4918.7
4896.2
4893.7
0.5
23
25.5
TOPSOIL
LEAN CLAY with SAND
silty, very soft to medium stiff, moist to wet,
brown
WEATHERED CLAYSTONE BEDROCK
silty, firm to medium hard, moist, olive,
brown, gray
BOTTOM OF BORING
2480 -200 = 83
LL = 45
PI = 28
1
2
3
4
5
6
RS
RS
SS
SS
SS
SS
CL
CL
CL
CL
CL
9
6
5
2
5
9
21
23
24
23
27
25
99
100
BORING STARTED 8-5-11
6 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
4917.3
4892.8
4891.8
4887.3
0.5
25
26
30.5
TOPSOIL
LEAN CLAY with SAND
silty, soft to stiff, moist to wet, brown
CLAYEY GRAVEL with SAND
medium dense, wet, brown, gray, rust
CLAYSTONE BEDROCK
silty, medium hard, slightly moist, olive,
brown, gray, rust
BOTTOM OF BORING
-200 = 75
LL = 40
PI = 25
1
2
3
4
5
6
7
RS
RS
SS
SS
SS
SS
SS
CL
CL
CL
CL
CL
7
5
3
5
3
11
33
24
23
27
25
23
16
20
100
100
BORING STARTED 8-5-11
6 WD AD
SITE
CLIENT
WL
4917.3
4907.3
0.5
10.5
TOPSOIL
LEAN CLAY with SAND
silty, very soft to medium stiff, moist to wet,
brown
BOTTOM OF BORING
-200 = 85
LL = 40
PI = 24
1
2
3
RS
RS
SS
CL
CL
CL
5
3
0
23
29
29
94
91
BORING STARTED 8-5-11
9 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-8
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
Backfilled
RIG EDB
Approx. Surface Elevation: 4917.8 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
4916.1
4906.1
0.5
10.5
TOPSOIL
LEAN CLAY with SAND
silty, very soft to medium stiff, moist to wet,
brown
BOTTOM OF BORING
-200 = 80
LL = 38
PI = 23
1
2
3
RS
RS
SS
CL
CL
CL
7
5
0
21
25
27
98
95
BORING STARTED 8-5-11
6 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-9
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
Backfilled
RIG EDB
Approx. Surface Elevation: 4916.6 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
4915.3
4905.3
0.5
10.5
TOPSOIL
LEAN CLAY with SAND
silty, soft, moist to wet, brown
BOTTOM OF BORING
1
2
3
RS
RS
SS
CL
CL
CL
9
4
2
19
22
26
101
BORING STARTED 8-5-11
6 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-10
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
Backfilled
RIG EDB
Approx. Surface Elevation: 4915.8 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
BORING LOG NO. 8
PERCENT FINES
ATTERBERG LIMITS,
%
4915.3
4905.3
0.5
10.5
TOPSOIL
LEAN CLAY with SAND
silty, soft to medium stiff, moist to wet,
brown
BOTTOM OF BORING
-200 = 75
LL = 37
PI = 23
1
2
3
SS
SS
SS
CL
CL
CL
4
2
3
23
26
26
BORING STARTED 8-5-11
6.5 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-11
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
Backfilled
RIG EDB
Approx. Surface Elevation: 4915.8 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
BORING LOG NO. 9
4917.7
4907.7
0.5
10.5
TOPSOIL
LEAN CLAY with SAND
silty, soft to stiff, moist to wet, brown
BOTTOM OF BORING
1
2
3
SS
SS
SS
CL
CL
CL
5
7
2
21
21
25
BORING STARTED 8-5-11
8.5 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-12
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
Backfilled
RIG EDB
Approx. Surface Elevation: 4918.2 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
BORING LOG NO. 10
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
4913.8
4903.8
0.5
10.5
TOPSOIL
LEAN CLAY with SAND
silty, very soft to stiff, moist to wet, brown
BOTTOM OF BORING
-200 = 83
LL = 39
PI = 23
1
2
3
RS
RS
SS
CL
CL
CL
11
6
1
19
24
30
106
97
BORING STARTED 8-5-11
7.5 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-13
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
Backfilled
RIG EDB
Approx. Surface Elevation: 4914.3 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
4913.8
4903.8
0.5
10.5
TOPSOIL
LEAN CLAY with SAND
silty, very soft to medium stiff, moist to wet,
brown
BOTTOM OF BORING
-200 = 77
LL = 39
PI = 23
1
2
3
RS
RS
SS
CL
CL
CL
9
6
1
20
21
28
99
102
BORING STARTED 8-5-11
7 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-14
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
Backfilled
RIG EDB
Approx. Surface Elevation: 4914.3 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
4917.3
4907.3
0.5
10.5
TOPSOIL
LEAN CLAY with SAND
silty, soft to very stiff, moist to wet, brown
BOTTOM OF BORING
1
2
3
RS
RS
RS
CL
CL
CL
22
13
3
13
17
27
107
94
BORING STARTED 8-5-11
None WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-15
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
Backfilled
RIG EDB
Approx. Surface Elevation: 4917.8 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
BORING LOG NO. 13
PERCENT FINES
ATTERBERG LIMITS,
4916.3
4891.3
0.5
25.5
TOPSOIL
LEAN CLAY with SAND
silty, soft to very stiff, moist to wet, brown
BOTTOM OF BORING
-200 = 76
LL = 38
PI = 21
1
2
3
4
5
6
RS
RS
RS
SS
SS
SS
CL
CL
CL
CL
CL
CL
16
17
4
14
16
14
15
17
24
112
95
BORING STARTED 8-5-11
9.5 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-16
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
0.7
19.0
27.0
40.5
VEGETATIVE LAYER - 8 inches
LEAN CLAY with SAND
soft to medium stiff, moist to wet, brown
SANDY SILTY CLAY
stiff, wet, brown, olive, black, gray
CLAYSTONE BEDROCK
hard to very hard, moist, brown, rust, gray
Boring Terminated at 40.5 Feet
4918
4900
4892
4878.5
19
28
20
19
20
3-2-2
N=4
1-1-2
N=3
2-4-4
N=8
13-33-39
N=72
19-33-50
N=83
35-20-15
See Exhibit A-2
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
LOCATION
GRAPHIC LOG
DEPTH
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20115025 SUPPLEMENTAL.GPJ ODOT TEST.GPJ 10/5/12
South Timberline Road and East Trilby Road
Fort Collins, Colorado
SITE:
Groundwater level measured during drilling
Groundwater level measured on 9/24/12
WATER LEVEL OBSERVATIONS
PROJECT: Fort Collins Temple
Page 1 of 1
Advancement Method:
4 inch solid-stem flight auger
Abandonment Method:
Slotted PVC pipe left in boreholes
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
Notes:
Project No.: 20115025
Drill Rig: CME - 75
Boring Started: 9/13/2012
BORING LOG NO. 15
The Church of Jesus Christ of Latter-day Saints
See Appendix C for explanation of symbols and
abbreviations.
0.7
17.0
25.0
31.0
40.3
VEGETATIVE LAYER - 8 inches
LEAN CLAY
very soft to medium stiff, moist to wet, brown
SANDY SILTY CLAY
stiff, wet, brown, gray rust
WEATHER CLAYSTONE BEDROCK
silty, firm to medium hard, moist, olive, brown, gray
CLAYSTONE BEDROCK
medium hard to very hard, moist, brown, rust, gray
Boring Terminated at 40.3 Feet
4916.5
4900.5
4892.5
4886.5
4877
16
28
22
21
20
1-2-2
N=4
0-0-1
N=1
4-4-4
N=8
14-17-22
N=39
27-42-50/4"
N=92/10"
33-19-14
See Exhibit A-2
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
LOCATION
GRAPHIC LOG
DEPTH
THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20115025 SUPPLEMENTAL.GPJ ODOT TEST.GPJ 10/5/12
South Timberline Road and East Trilby Road
Fort Collins, Colorado
SITE:
Groundwater level measured during drilling
Groundwater level measured on 9/24/12
WATER LEVEL OBSERVATIONS
PROJECT: Fort Collins Temple
Page 1 of 1
Advancement Method:
4 inch solid-stem flight auger
Abandonment Method:
Slotted PVC pipe left in boreholes
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
Notes:
Project No.: 20115025
Drill Rig: CME - 75
Boring Started: 9/13/2012
APPENDIX B
LABORATORY TESTING
Geotechnical Engineering Report
Fort Collins Temple ■ Fort Collins, Colorado
June 24, 2013 ■ Terracon Project No. 20115025
Exhibit B-1
Laboratory Testing
Samples retrieved during the field explorations were returned to the laboratory for observation
by the project geotechnical engineer, and were classified in general accordance with the Unified
Soil Classification System described in Appendix C. Samples of bedrock were classified in
accordance with the general notes for Rock Classification.
At this time, an applicable laboratory testing program was formulated to determine engineering
properties of the subsurface materials. Following the completion of the laboratory testing, the
field descriptions were confirmed or modified as necessary, and Logs of Borings were prepared.
These logs are presented in Appendix A.
Laboratory test results are presented in Appendix B. These results were used for the
geotechnical engineering analyses and the development of foundation and earthwork
recommendations. All laboratory tests were performed in general accordance with the
applicable local or other accepted standards.
Selected soil and bedrock samples were tested for the following engineering properties:
Water content
Dry density
Expansion/Consolidation
Unconfined compression strength
Grain size
Atterberg limits
Water-soluble sulfate content
0
10
20
30
40
50
60
0 20 40 60 80 100
CL or OL CH or OH
ML or OL
MH or OH
PL PI
ATTERBERG LIMITS RESULTS
ASTM D4318
9.0
9.0
Boring ID Depth Description
LEAN CLAY with SAND
LEAN CLAY
CL
CL
Fines
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
LIQUID LIMIT
"U" Line
"A" Line
35
33
20
19
15
14
80
88
LL USCS
15
16
EXHIBIT: B-2
1901 Sharp Point Drive, Suite C
Fort Collins, Colorado
PROJECT NUMBER: 20115025
PROJECT: Fort Collins Temple
SITE: South Timberline Road and East Trilby
Road
Fort Collins, Colorado
CLIENT: The Church of Jesus Christ of
APPENDIX C
SUPPORTING DOCUMENTS
Boulders
Cobbles
Gravel
Sand
Silt or Clay
< 5
5 - 12
> 12
Trace
With
Modifier
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Hard
Trace
With
Modifier
above 4.00 > 30
2.00 to 4.00
1.00 to 2.00
0.50 to 1.00
0.25 to 0.50
less than 0.25
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field
visual-manual procedures or standard penetration resistance
CONSISTENCY OF FINE-GRAINED SOILS
Very Loose
Loose
Medium Dense
Dense
Descriptive Term
(Density)
> 50
30 - 50
10 - 29
4 - 9
0 - 3
Water Level After a
Specified Period of Time
STENGTH TERMS
Std. Penetration Resistance
(blows per foot)
Very Stiff
Stiff
RELATIVE DENSITY OF COARSE-GRAINED SOILS
15 - 30
8 - 14
Medium-Stiff
Soft
Very Soft
Descriptive Term
(Consistency)
2 - 4
0 - 1
Std. Penetration Resistance
(blows per foot)
Undrained Shear Strength
(kips per square foot)
Very Dense
5 - 7
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger
ST: Thin-Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger
RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger
DB: Diamond Bit Coring - 4", N, B RB: Rock Bit
BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”. For 3” O.D. ring
samplers (RS) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140-
pound hammer falling 30 inches, reported as “blows per foot,” and is not considered equivalent to the “Standard Penetration” or
“N-value”.
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level WS: While Sampling
WCI: Wet Cave in WD: While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB: After Boring ACR: After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at
other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of
groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-
term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils
have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or
sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as
clays if they are plastic and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and
minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-
grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
FINE-GRAINED SOILS COARSE-GRAINED SOILS BEDROCK
(RS)
Blows/Ft.
(SS)
Blows/Ft.
Consistency
(RS)
Blows/Ft.
(SS)
Blows/Ft.
Relative
Density
(RS)
Blows/Ft.
(SS)
Blows/Ft. Consistency
< 3 0-2 Very Soft 0-6 < 3 Very Loose < 30 < 20 Weathered
3-4 3-4 Soft 7-18 4-9 Loose 30-49 20-29 Firm
5-9 5-8 Medium Stiff 19-58 10-29 Medium Dense 50-89 30-49 Medium Hard
10-18 9-15 Stiff 59-98 30-50 Dense 90-119 50-79 Hard
19-42 16-30 Very Stiff > 98 > 50 Very Dense > 119 > 79 Very Hard
> 42 > 30 Hard
RELATIVE PROPORTIONS OF SAND AND
GRAVEL
GRAIN SIZE TERMINOLOGY
Descriptive Terms of
Other Constituents
Percent of
Dry Weight
Major Component
of Sample Particle Size
Trace < 15 Boulders Over 12 in. (300mm)
With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75 mm)
UNIFIED SOIL CLASSIFICATION SYSTEM
Exhibit C-2
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction retained
on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu 4 and 1 Cc 3 E GW Well-graded gravel F
Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F,G,H
Fines classify as CL or CH GC Clayey gravel F,G,H
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu 6 and 1 Cc 3 E SW Well-graded sand I
Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G,H,I
Fines classify as CL or CH SC Clayey sand G,H,I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic:
PI 7 and plots on or above “A” line J CL Lean clay K,L,M
PI 4 or plots below “A” line J ML Silt K,L,M
Organic:
Liquid limit - oven dried
0.75 OL
Organic clay K,L,M,N
Liquid limit - not dried Organic silt K,L,M,O
Silts and Clays:
Liquid limit 50 or more
Inorganic:
PI plots on or above “A” line CH Fat clay K,L,M
PI plots below “A” line MH Elastic Silt K,L,M
Organic:
Liquid limit - oven dried
0.75 OH
Organic clay K,L,M,P
Liquid limit - not dried Organic silt K,L,M,Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name.
DESCRIPTION OF ROCK PROPERTIES
Exhibit C-3
WEATHERING
Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.
Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show
bright. Rock rings under hammer if crystalline.
Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In
granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer.
Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull
and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength
as compared with fresh rock.
Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority
show kaolinization. Rock shows severe loss of strength and can be excavated with geologist’s pick.
Severe All rock except quartz discolored or stained. Rock “fabric” clear and evident, but reduced in strength to strong
soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left.
Very severe All rock except quartz discolored or stained. Rock “fabric” discernible, but mass effectively reduced to “soil” with
only fragments of strong rock remaining.
Complete Rock reduced to ”soil”. Rock “fabric” not discernible or discernible only in small, scattered locations. Quartz may
be present as dikes or stringers.
HARDNESS (for engineering description of rock – not to be confused with Moh’s scale for minerals)
Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of
geologist’s pick.
Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen.
Moderately hard Can be scratched with knife or pick. Gouges or grooves to ¼ in. deep can be excavated by hard blow of point of
a geologist’s pick. Hand specimens can be detached by moderate blow.
Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small
chips to pieces about 1-in. maximum size by hard blows of the point of a geologist’s pick.
Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in
size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.
Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be
broken with finger pressure. Can be scratched readily by fingernail.
Joint, Bedding, and Foliation Spacing in Rock
a
Spacing Joints Bedding/Foliation
Less than 2 in. Very close Very thin
2 in. – 1 ft. Close Thin
1 ft. – 3 ft. Moderately close Medium
3 ft. – 10 ft. Wide Thick
More than 10 ft. Very wide Very thick
a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so.
Rock Quality Designator (RQD) a Joint Openness Descriptors
RQD, as a percentage Diagnostic description Openness Descriptor
Exceeding 90 Excellent No Visible Separation Tight
90 – 75 Good Less than 1/32 in. Slightly Open
75 – 50 Fair 1/32 to 1/8 in. Moderately Open
50 – 25 Poor 1/8 to 3/8 in. Open
Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide
a. RQD (given as a percentage) = length of core in pieces Greater than 0.1 ft. Wide
4 in. and longer/length of run.
References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation for
Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S.
Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual.
LABORATORY TEST
SIGNIFICANCE AND PURPOSE
TEST SIGNIFICANCE PURPOSE
California Bearing
Ratio
Used to evaluate the potential strength of subgrade soil,
subbase, and base course material, including recycled
materials for use in road and airfield pavements.
Pavement Thickness
Design
Consolidation Used to develop an estimate of both the rate and amount of
both differential and total settlement of a structure.
Foundation Design
Direct Shear Used to determine the consolidated drained shear strength
of soil or rock.
Bearing Capacity,
Foundation Design,
and Slope Stability
Dry Density Used to determine the in-place density of natural, inorganic,
fine-grained soils.
Index Property Soil
Behavior
Expansion Used to measure the expansive potential of fine-grained
soil and to provide a basis for swell potential classification.
Foundation and Slab
Design
Gradation Used for the quantitative determination of the distribution of
particle sizes in soil.
Soil Classification
Liquid & Plastic Limit,
Plasticity Index
Used as an integral part of engineering classification
systems to characterize the fine-grained fraction of soils,
and to specify the fine-grained fraction of construction
materials.
Soil Classification
Permeability Used to determine the capacity of soil or rock to conduct a
liquid or gas.
Groundwater Flow
Analysis
pH Used to determine the degree of acidity or alkalinity of a
soil.
Corrosion Potential
Resistivity Used to indicate the relative ability of a soil medium to carry
electrical currents.
Corrosion Potential
R-Value Used to evaluate the potential strength of subgrade soil,
subbase, and base course material, including recycled
materials for use in road and airfield pavements.
Pavement Thickness
Design
Soluble Sulphate Used to determine the quantitative amount of soluble
sulfates within a soil mass.
Corrosion Potential
Unconfined
Compression
To obtain the approximate compressive strength of soils
that possess sufficient cohesion to permit testing in the
unconfined state.
Bearing Capacity
REPORT TERMINOLOGY
(Based on ASTM D653)
Allowable Soil
Bearing Capacity
The recommended maximum contact stress developed at the interface of the foundation
element and the supporting material.
Alluvium Soil, the constituents of which have been transported in suspension by flowing water and
subsequently deposited by sedimentation.
Aggregate Base
Course
A layer of specified material placed on a subgrade or subbase usually beneath slabs or
pavements.
Backfill A specified material placed and compacted in a confined area.
Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires
drilling, wedging, blasting or other methods of extraordinary force for excavation.
Bench A horizontal surface in a sloped deposit.
Caisson (Drilled
Pier or Shaft)
A concrete foundation element cast in a circular excavation which may have an enlarged
base. Sometimes referred to as a cast-in-place pier or drilled shaft.
Coefficient of
Friction
A constant proportionality factor relating normal stress and the corresponding shear stress
at which sliding starts between the two surfaces.
Colluvium Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a
slope or cliff.
Compaction The densification of a soil by means of mechanical manipulation
Concrete Slab-on-
Grade
A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used
as a floor system.
Differential
Movement
Unequal settlement or heave between, or within foundation elements of structure.
Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall.
ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads).
Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions
under observations of a representative of a geotechnical engineer.
Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral
support presumed to be equivalent to that produced by the actual soil. This simplified
approach is valid only when deformation conditions are such that the pressure increases
linearly with depth and the wall friction is neglected.
Existing Fill (or
Man-Made Fill)
Materials deposited throughout the action of man prior to exploration of the site.
Existing Grade The ground surface at the time of field exploration.
Exhibit C-6
REPORT TERMINOLOGY
(Based on ASTM D653)
Expansive Potential
The potential of a soil to expand (increase in volume) due to absorption of moisture.
Finished Grade The final grade created as a part of the project.
Footing A portion of the foundation of a structure that transmits loads directly to the soil.
Foundation The lower part of a structure that transmits the loads to the soil or bedrock.
Frost Depth The depth at which the ground becomes frozen during the winter season.
Grade Beam A foundation element or wall, typically constructed of reinforced concrete, used to span
between other foundation elements such as drilled piers.
Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock.
Heave Upward movement.
Lithologic The characteristics which describe the composition and texture of soil and rock by
observation.
Native Grade The naturally occurring ground surface.
Native Soil Naturally occurring on-site soil, sometimes referred to as natural soil.
Optimum Moisture
Content
The water content at which a soil can be compacted to a maximum dry unit weight by a given
compactive effort.
Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the
presence of an intervening relatively impervious continuous stratum.
Scarify To mechanically loosen soil or break down existing soil structure.
Settlement Downward movement.
Skin Friction (Side
Shear)
The frictional resistance developed between soil and an element of the structure such as a
drilled pier.
Soil (Earth) Sediments or other unconsolidated accumulations of solid particles produced by the physical
and chemical disintegration of rocks, and which may or may not contain organic matter.
Strain The change in length per unit of length in a given direction.
Stress The force per unit area acting within a soil mass.
Strip To remove from present location.
Subbase A layer of specified material in a pavement system between the subgrade and base course.
Subgrade The soil prepared and compacted to support a structure, slab or pavement system.
Exhibit C-7
Analysis for
Foundations
Water Content Used to determine the quantitative amount of water in a soil
mass.
Index Property Soil
Behavior
Exhibit C-5
C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
10 60
2
30
D x D
(D )
F If soil contains 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”
whichever is predominant.
L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to
group name.
M If soil contains 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI 4 and plots on or above “A” line.
O PI 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.
Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)
Sand
Silt or Clay
#4 to #200 sieve (4.75mm to 0.075mm)
Passing #200 Sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Terms of
Other Constituents
Percent of
Dry Weight Term Plasticity Index
Trace
With
Modifiers
< 5
5 – 12
> 12
Non-plastic
Low
Medium
High
0
1-10
11-30
30+
Exhibit C-2
Over 12 in. (300 mm)
12 in. to 3 in. (300mm to 75mm)
3 in. to #4 sieve (75mm to 4.75 mm)
#4 to #200 sieve (4.75mm to 0.075mm
Passing #200 sieve (0.075mm)
Descriptive Term(s)
of other constituents
Percent of
Dry Weight
Descriptive Term(s)
of other constituents
Percent of
Dry Weight
LOCATION AND ELEVATION NOTES
(HP)
(T)
(b/f)
(PID)
(OVA)
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
No Recovery Rock Core
Shelby Tube
< 15
15 - 29
> 30
Water Level After
a Specified Period of Time
Macro Core
Auger Split Spoon
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration Resistance
Exhibit C-1
FIELD TESTS
PLASTICITY DESCRIPTION
Term
Hand Penetrometer
Torvane
Standard Penetration
Test (blows per foot)
Photo-Ionization Detector
Organic Vapor Analyzer
DESCRIPTIVE SOIL CLASSIFICATION
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
Non-plastic
Low
Medium
High
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined
on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
Plasticity Index
0
1 - 10
11 - 30
> 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)
of other constituents
No Water Level Observed
Water levels indicated on the soil boring
logs are the levels measured in the
borehole at the times indicated. Water
level variations will occur over time. In
low permeability soils, accurate
determination of water levels is not
possible with short term water level
Ring Sampler observations.
Percent of
Dry Weight
SAMPLING
EXPLANATION OF BORING LOG INFORMATION
Water Level Initially
Encountered
WATER LEVEL OBSERVATIONS
Latter-day Saints
Salt Lake City, Utah
LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20115025 SUPPLEMENTAL.GPJ TERRACON2012.GDT 10/5/12
CL-ML
BORING LOG NO. 16
The Church of Jesus Christ of Latter-day Saints
See Appendix C for explanation of symbols and
abbreviations.
CLIENT:
Salt Lake City, Utah
See Appendix B for description of laboratory
procedures and additional data, (if any).
See Exhibit A-1 for description of field
procedures
Exhibit
Driller: Drilling Engineers, Inc.
A-4
Boring Completed: 9/13/2012
ELEVATION (Ft.)
WATER
CONTENT (%)
FIELD TEST
RESULTS
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
Surface Elev.: 4917.3 (Ft.)
DEPTH (Ft.)
5
10
15
20
25
30
35
40
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
CLIENT:
Salt Lake City, Utah
See Appendix B for description of laboratory
procedures and additional data, (if any).
See Exhibit A-1 for description of field
procedures
Exhibit
Driller: Drilling Engineers, Inc.
A-3
Boring Completed: 9/13/2012
ELEVATION (Ft.)
WATER
CONTENT (%)
FIELD TEST
RESULTS
SAMPLE TYPE
WATER LEVEL
OBSERVATIONS
Surface Elev.: 4918.8 (Ft.)
DEPTH (Ft.)
5
10
15
20
25
30
35
40
DRY UNIT
WEIGHT (pcf)
ATTERBERG
LIMITS
LL-PL-PI
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
9.5
RIG EDB
Approx. Surface Elevation: 4916.8 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
BORING LOG NO. 14
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
15
20
25
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
GRAPHIC LOG
BORING LOG NO. 12
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
BORING LOG NO. 11
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
GRAPHIC LOG
BORING LOG NO. 7
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
GRAPHIC LOG
BORING LOG NO. 6
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-7
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
5.5
RIG EDB
Approx. Surface Elevation: 4917.8 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
BORING LOG NO. 5
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
15
20
25
30
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
8-5-11
DESCRIPTION
Exhibit A-6
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
5.5
RIG EDB
Approx. Surface Elevation: 4919.2 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
BORING LOG NO. 4
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
15
20
25
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
DESCRIPTION
Exhibit A-5
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
5.5
RIG EDB
Approx. Surface Elevation: 4917.3 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
BORING LOG NO. 3
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
15
20
25
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
97
BORING STARTED 8-5-11
6 WD AD
SITE
CLIENT
WL
WL
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-4
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
5.5
RIG EDB
Approx. Surface Elevation: 4918.5 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
BORING LOG NO. 2
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
15
20
25
30
35
40
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf
APPROVED
The stratification lines represent the approximate boundary lines
Page 1 of 1
UNCONFINED
STRENGTH, psf
TESTS
8-5-11
DESCRIPTION
Exhibit A-3
WATER LEVEL OBSERVATIONS, ft
The Church of Jesus Christ of Latter-Day Saints
20115025
CME 75
EDB PROJ. NO.
LOGGED
PROJECT
BORING COMPLETED
* 140lb. SPT automatic hammer
7
RIG EDB
Approx. Surface Elevation: 4919.5 ft
between soil and rock types: in-situ, the transition may be gradual.
Fort Collins Temple
South Timberline Road and East Trilby Road
Fort Collins, Colorado
GRAPHIC LOG
BORING LOG NO. 1
PERCENT FINES
ATTERBERG LIMITS,
%
BOREHOLE WITH ATTERBERG LIMITS 20115025.GPJ DENVER TEMPLATE 8-5-11.GDT 8/19/11
TYPE
NUMBER
DEPTH, ft.
SAMPLES
USCS SYMBOL
5
10
15
20
25
30
BLOWS / ft.*
RECOVERY, in.
WATER
CONTENT, %
DRY UNIT WT, pcf